ML20209B407

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Forwards Review of JW Cook to HR Denton on Response to NRC Request for Addl Info Re Borated Water Storage Tank & Svc Water Pump Structure
ML20209B407
Person / Time
Site: Midland
Issue date: 05/12/1982
From: Poulos S
GEI CONSULTANTS, INC. (FORMERLY GEOTECHNICAL ENGINEER
To: Kane J
Office of Nuclear Reactor Regulation
Shared Package
ML20150F172 List:
References
FOIA-84-96 81907-7, NUDOCS 8206100343
Download: ML20209B407 (4)
v • d • e


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GEOTECHNICAL ENGINEERS INC.

1037 MalN STAEET WINCHESTER

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, droject 81907 File 2.0 Ref: 81907-7 Mr. Joseph Kane Project Officer U. S. Nuclear Regulatory Commission Division of Engineering, M/S P-214 Washington, D.C. 20555

Subject:

Review of Letter dated April 22, 1982 frosa J. W. Cook to H. R. Denton on Respnse to NRO request for additional information on Borated Water Storage Tank and Service Water Pump Structure Dear Mr. Kanet i

In accordance with your request we have prepared Enclosure (1). For each geotechnical issue relating to the Service Water Pxnp Structure in the subject letter, we F ave indicated whether or not the issue is resolved and, if not the additional

, information that is needed. .

I Sincerely yours, L

GECTfECHNICAL ENGINEERS INO.

Steve J. Poulos Principal SJPims -

Encl.

ces Mr. Reuben Samuels Mr. Mark Singh i

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8 Max rebar stress at El 620

  • By others 9

Hax rebar stress at critical elaments By others 10 out of plane shear By others 11 Critical elements '

By others  !

t 12 Interaction with CWPS, EDB, and Retaining Wall By others 13 Bearing stratum acceptance Remove the word " solely" in 5th line (p. 10). Remove the word Add that " generally" from the 2nd line of 2nd paragraph on p. 11.

the correlation between the pier or plate load test results and of the pter or the penetration sosts done on the soil at the base plate correlation chart andload test will be usad to correct the to judge suitability of bearing stratum.

The zone of 1H to IV slope influence shall be in enbestve soil.defined by lines extending at a If soil bracedthan more excavation 6 in. shall be used if the excavation mustis cohesionless, a below ad3 acent pier. proceed pier shall be monitored as the excavation to la in. or less11ovements made. is of adjacen altered (use braced excavation) Excavation shall be stopped and constructi than expected. if movetaents are larger 14 Pile load test procedures pior Usebase. a maximum stress of 1.3 times maximum design stress on dure to ensure that skin friction is negligible.Use plywood covered pier Plate would load test on 10-in.-dia. or larger plate at bottom of be acceptable in lieu of pier load test. This approach would allow higher test load on bearing stratum.

If dense or plate loadsandy test onalluvium it also.is used as bearing stratun, make pier

Carry out 5 to 10 cone penetration tests on bear: 1g stratun that is teated with pior oc plate load test.

situ density is also desirable. Mesau. *ent of in

  • Carlson cells es located do not appear to give enough infor-mation to calculate stress on the beartng stratum. Thus, skin fetetion should be made negitgible, as no.ed above.

Design or less, load should be held until settlement is 0.003 in./hr 15 and 16 Strain monitoring criteria, matrix.

Satisfactory except as noted under Confirmatory Issue 3.

17 Critical stages of construction Use benchmark readings (vertical differential settlement) as control rather than strain gages. Ensure feedback between ,

l measurements and construction so that work is stopped immedtately when movements reach limit set.

10 Contingency Plans Comments below are on each item as numbered:

1.

How can one determine if one specific well is fatling?

2. Item (L) is not clear. What level vill be equalized?

Ilow much time will be required f or response. Is action dependent on settler.ent measurements being nade?

3. Have all equipment on hand for carrying out (a) and (b) so that time delay is only hours.techn3 ques 4.

State limits of depth of excavation below adjacent pier.

Une braced excavation tf necessary. Bearing area should beBranch.

E increased only atter consultation and approval by I &

5.

If the pier settles excessively, a review by ?!RC (I should be required. Based on boring data, excessive&pier El movement would be caused by excess pter load or mtstn-terpreted bearing stratum. Thus, a re-evaluation would be needed before proceeding.  ;

I 6.

Use wadges as a routine method to stop movement if Jack fails.

7.

If one of the northerly benchmarks is knocked out, stop work until it is functioning again.

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Stop work first, support' excavation f aces carefully, then carry out the .tems listed.

D 19 Checking and ad]usting jacking loads Monitor the jacks at least at the start of overy shift while piers 1, 2, and 3 ace being constructed. Re-lack piers more fro-quently checkinguntil every rate of decrease of load is low envagh to allow shift.

Use wedges to prevent movement if jacks fail, both during pier construction and during application of final Jacking loads.

Control Jacks by doop-benchmark settlement readtngL (i.e., limit the sottlement to tolerance not in advance).

20 Application of final Jacking load See . tem 19 above. In addition, control the Jacking by the marks. Monitor more frequentlyas vertical differential settlements if measured at the deep bench-necessary.

" predetermined" rate that What is the is etferred to?

21 Tunnel location Resolved.

22 Crack repair By others 23 Limit analysis By others 24 Monitoring of fines If greater than 10 ppm is retained on the 0.005 mm filter, the character of the matertal will be analyied to judge whether fines are being removed that might affect the structure or the bearing capacity of the bearing stratum.

ters.The observation wells should be chtnged to sensitive piezome-If the natural soil used as a bearing stratum is stratified with pervious layers, the bottom of the pter will blow unless the phreatte surface is below the bottom of excavat ton. This soil is sfirst t ra tpters t f '.edexcavated.

, theref ore care util be needed, particularly for the i

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GEOTECHNICAL ENGINEERS INC.

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7:50' i May 17, 1902

! Project 81907 l Pile 2.0 i

Ref: 41907-8 7

Mr. Joseph Kane Project Of ficer U. 5. Nuclear Regulatory Commission Division of Engineering, M/S P-214 Washington, D.C. 20555

Subject:

Revisions to Review of Letter dated April 22, 1982 from J. W. Cook to H. R. Denton on Response to NRC request for additional information on Borated Water Storage Tank and Service Water Pump Structure

Dear :

fr. Kanes

, Enclosure (1; was pre. ,ously transmitted by letter on May 12, 1981.

It has been changed where sh awn by bars in the margin.

Sincerely yours, GEOTECHNICAL DIGINEERS INC.

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'f D Steve J. Poulos Principal SJP:ms Encl.

cc Mr. Reuben Samuels Mr. Hart Singh

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  • Response to Letter , Dated April 22, 1982 J. W. Cook (Consumers) to H. R. Denton (NRC) on Geotechnical-Related Issues for Underpinning _the Service Water Pum Structure -

Headed Information Project 81907 Geotechnical Engineers .Inc. _ _ May 17 t 1982 Items 1962.

are listed by Confirmatory Issue No. in letter of April 22, 1

Basta for stresses By others 2 Justify 4000 kcf In our opinion, it is not appropriate to use a k-value of 4000 xcf to compute stresses due to jacking load. Jacking will cause change in curvature of the lower mat. The structural group should review this ates.

3 Acceptance criteria 5/16-in. extension in a gage length of 20 ft implies a very high stress in 'he stee' and cracking during underpinning.

Control should L= on vertical differential settlement.

The cri-tarkon should be consistent with that u ed for the Control Tower.

The criterion thould be small enough so that corrective action can be taken in_ advance of severe stressing of the structure.

4 Tendon anchor By others 5 Dowelsfrock bolts By others 6 Sliding calculations Provide calculations and assumptions used for soil properties and interface friction.

7 Empty forebay By others

2 8 Max reber stress at El 620 By others

  • ' 9 Max rebar stress at critical elements By others 10 Out of plane shear By others 11 Critical elements By others 12 Interaction with CWPS, EDB, and Retaining Wall By othere 13 Bearing stratum acceptance Remove the word " solely" in 5th line (p. 10). Remove the word " generally" from the 2nd line of 2nd paragraph on p. 11.

Add that the correlation between the pier or pAate load test results and e ie penetration teste done on the soil at the base of the pier r plate load test will be use' to correct the correlation : hart un d to judge suitability of bearing stratum.

The zone c influence shall be defined by lines extending at a 1H to IV saope in cohesive soil. If soil is cchesionless, a braced excavation shall be used if the excavation must proceed more than 6 in. below adjacent pier. Movements of adjacent pier made.

shall be monitored as the excavation to 18 in. or less is Excavation shall be stopped and construction procedure

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altered (use braced excavation) it movements are larger than expected.

14 Pier load test procedures Use a maximum stress of 13 times maximum design stress on pier bata. Use plywood covered with asphalt or similar proco-dure to ensure that skin friction is negligible.

Plate load test on 18-in.-dia. or larger plate at bottom of pier would be acceptable in lieu of pier load test. This approach would allow higher test load on bearing stratum.

If dense sandy alluvium is used as ing stratum, make pter or plate load test on it also.

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3 that Carry out 5 to 10 cone penetration tests on is tested with pier or plate load test.

4 earing stratum situ density is also desirable. Measurement of an Carlson cells as located do not appear to give enough infor-nation to calcula.e stress on the bearing stratum. Thus, skin frictaan should be made neglig6ble, as noted above.

Design load should be held unt) settlement is 0.003 in./hr or less.

15 and 16 Strain monitoring criterie, matrix.

Satisfactory except as noted under Confirmatory Issue 3.

17 Critical stages of construction Use benchmark readings (vertical differential settlementi as control rather than strain gages. :..sure feedback between measurements and construction so that wor is stoppeo Ass e d t a te ly when movements reach limit set.

  • 8 Contingency Plans Comments below are on each item as numbered:

1.

How can one determine if one specific well to f a ilin g ?

2. Item (b) is not clear.

What level will be equattre37

) How much time will be required for response. Is action dependent on settlement ceasurements being made?

3.

Have all equipment on hand for carrying out t*chniques (a) and (b) so that time delay is only hours.

4.

State limits of depth of excavation below adjacent pter.

Use braced excavation if necessary. Bearing area e4ould beBranch.

E increased only after consultation and approval by I &

5.

If the pier settles excesolvely, a review by ARC (I & El should be required.

Based on boring data, excessive pter movenent would be caused torpreted bearing stratum.

by excess pier load or utstn-Thus, a re-evaluation would be needed before proceeding.

6.

Use wedges and plates as a routine method to stop move-ment if Jack fails.

7.

If one of the northerly benchmarks is knocked out, stop work until it is functioning again.

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